notes/uni/mmme/1028_statics_and_dynamics/statics.md

author	date	tags	title	uuid
Alvie Rahman	\today	uni nottingham mechanical engineering mmme1028 maths statics dynamics	MMME1028 // Statics	2ddad9d0-b085-4602-aca9-c573351558ba

Lecture L1.1, L1.2

Lecture L1.1 Exercises

Can be found here.

Lecture L1.2 Exercises

Can be found here here

Newton's Laws

1. Remains at constant velocity unless acted on by external force

2. Sum of forces on body is equal to mass of body multiplied by acceleration

   1st Law is a special case of 2nd

3. When one body exerts a force on another, 2nd body exerts force simultaneously of equal magnitude and opposite direction

Equilibrium

• Body is in equilibrium if sum of all forces and moments acting on body are 0

Example

Determine force F and x so that the body is in equilibrium.

1. Check horizontal equilibrium

   \sum{F_x} = 0

2. Check vertical equilibrium

   \sum{F_y} = 8 - 8 + F = 0

   F = 2

3. Take moments about any point

   \sum{M(A)} = 8\times{}2 - F(2+x) = 0

   F(2+x) = 16)

   x = 6

Free Body Diagrams

A free body diagram is a diagram of a single (free) body which shows all the external forces acting on the body.

Where there are several bodies or subcomponents interacting as a complex system, each body is drawn separately:

Friction

• Arises between rough surfaces and always acts at right angles to the normal reaction force (R) in the direction to resist motion.
• The maximum value of friction F is F_{max} = \mu{}R, where \mu{} is the friction coefficient
• F_{max} is also known as the point of slip

Reactions at Supports

There are three kinds of supports frequently encountered in engineering problems:

Principle of Force Transmissibility

A force can be move dalong line of action without affecting equilibrium of the body which it acts on:

This principle can be useful in determining moments.

Two-Force Bodies

• If a body has only 2 forces, then the forces must be collinear, equal, and opposite:

  

  The forces must be collinear so a moment is not created

Three-Force Bodies

• If a body in equilibrium has only three forces acting on it, then the lines of actions must go through one point:

  

  This is also to not create a moment

• The forces must form a closed triangle (\sum{F} = 0)

Naming Conventions

Term	Meaning
light	no mass
heavy	body has mass
smooth	there is no friction
rough	contact has friction
at the point of slip	one tangential reaction is F_{max}
roller	a support only creating normal reaction
rigid pin	a support only providing normal and tangential reactions
built-in	a support proviting two reaction components and a moment

Tips to Solve (Difficult) Problems

1. Make good quality clear and big sketches
2. Label all forces, dimensions, relevant points
3. Explain and show your thought process---write complete equations
4. Follow standard conventions in equations and sketches
5. Solve everything symbolically (algebraicly) until the end
6. Check your answers make sense
7. Don't forget the units

Lecture L1.4

Tension and Compression

• The convention in standard mechanical engineering problems is that positive values are for tension and negative values for compression
• Members in tension can be replaces by cables, which can support tension but not compression
• Resisting compression is harder as members in compression can buckle

What is a Pin Joint?

• Pin jointed structures are structures where joints are pinned (free to rotate)

• Pin joints are represented by a circle (pin) about which members are free to rotate:

  

• A pin joint transmits force but cannot carry a moment

What is a Truss?

• Trusses are an assembly of many bars, which are pin jointed in design but do not rotate due to the geometry of the design. A pylon is a good example of this

• Trusses are used in engineering to transfer forces through a structure

• When pin jointed trusses are loaded at the pins, the bars are subjected to pure tensile or compressive forces.

  These bars are two force members

Equilibrium at the Joints

Forces at A

\sum F_y(A) = \frac P 2 + T_{AB}\sin{\frac \pi 4} = 0 \rightarrow T_{AB} = -\frac P 2

\begin{align*} \sum F_x(A) &= T_{AB}\cos{\frac pi 4} + T_{AC} = 0 \ T_AC &= -\frac{-P} 2 \times \frac{\sqrt{2}} 2 = \frac P 2 \end{align*}

Forces at B

Add the information we just obtained from calculating forces at A:

And draw a free body diagram for the forces at B:

\sum F_y(B) = -\frac{-P} 2 \sin{\frac \pi 4} - T_{BC} = 0 \rightarrow
T_{BC} = \frac P {\sqrt 2} \times \frac {\sqrt 2} 2 = \frac P 2

\begin{align*} \sum F_x(B) &= -\frac{-P}{\sqrt2}\cos{\frac \pi 4} + T_{BD} = 0 \ T_{BD} &= -\frac P 2 \end{align*}

Symmetry in Stuctures

Symmetry of bar forces in a pin jointed frame depends on to aspects:

1. Symmetry of the stucture
2. Symmetry of the loading (forces applied)

Both conditions must be met to exploit symmetry.

Lecture L1.5, L1.6

Method of Sections

The method of sections is very useful to find a few forces inside a complex structure.

If an entire section is in equilibrium, so are discrete parts of the same structure. This means we an isolate substructures and draws free body diagrams for them.

We must add all the forces acting on the substructure. Then we make a virtua cut through some of the members, replacing them with forces.

Then we can write 3 equilibrium equations for the substructure:

1. 1 Horizontal, 1 vertical, and 1 moment equation
2. Either horizonal or vertical and 2 moment equations
3. 3 moment equations

Example 1

Draw a virtual cut through the structure, making sure to cut through all the bars whose forces you are trying to find:

Draw the free body diagram, substituting cut bars by forces:

As there are three unknown forces, we need three equilibrium equations.

First Equation: Moments about E

\begin{align*} \sum M(E) &= \frac P 2 \times 2L + T_{DF}L = 0 \ T_{DF} &= -P \end{align*}

Second Equation: Vertical Equilibrium

\begin{align*} \sum F_y &= \frac P 2 + T_{EF}\sin{\frac \pi 4} = 0 \ T_{EF} &= -\frac P {\sqrt2} \end{align*}

Third Equation: Horizontal Equilibrium

\begin{align*} \sum F_x = T_{DF} + T_{EF}\cos{\frac \pi 4} + T_{EG} = 0 \ T_{EG} = \frac {3P} 2 \end{align*}

Taking Moments from Outside the Structure

If we only needed EG, we could have taken moments about point F, outside our substructure:

\begin{align*} \sum M(F) &= \frac P 2 \times 3L -T_{EG}L = 0 \ T_{EG} &= \frac {3P} 2 \end{align*}

Zero-Force Members

Consider the free body diagram for the joint at G:

\sum F_y(G) = T_{FG} = 0

\sum F_x(G) = -T_{EG} + T_{GJ} = 0 \rightarrow T_{EG} = T_{GJ}

Meaning that the structure is effecively the same as this one:

Why was it there?

• The structure may be designed for other loading patterns
• The bar may prevent the struture from becoming a mechanism
• A zero force member may also be there to prevent buckling

Externally Applied Moments

Externally applied moments are dealt with in the same way as external forces, but they only contribute to moment equations and not force equilibrium equations.

Distributed Load

A distriuted load is applied uniformly to a bar or section of a bar.

It can be represented by a single force through the midpoint its midpoint.

Example 1

Is equivalent to:

Equivalent Loads

When loads are applied within a bar, as far as support reactions and bar forces in other bars are concered, we can determine equivalent node forces using equilibrium

Lecture L1.6

Example 1

The figure shows a light roof truss loaded by a force F = 90 kN at 45\textdegree to the horizontal at point B.

a. Find the reaction forces at A and D using equilibrium applied to the whole structure.

1. Add unknown quantities to the diagram

   

2. Consider the number of unknowns --- there are 3 therefore 3 equations are needed

3. Decide which equilibrium equation to start with

   Horizontal equilibrium:

   \begin{align*} \sum F_x &= R_{Ax} - F\cos45 = 0 \ R_{Ax} &= 63.6\text{ kN} \end{align*}

   Vertical equilibrium:

   \begin{align*} \sum F_y &= R_{Ay} + R_{Dy} - F\sin = 0 \ R_{Ay} + R_{Dy} &= \frac{\sqrt2 F} 2 \end{align*}

   Moment equation:

   \begin{align*} \sum M_{xy}(B) &= 4.5R_{Ay} - 4.5R_{Dy} - L_{BC}R_{Ax} = 0 \ \frac{L_{BC}}{4.5} &= \tan30 = \frac 1 {\sqrt3} \rightarrow L_{BC} = 2.6 \ \end{align*}

4. Solve for R_{Ay}

   \begin{align*} 4.5R_{Ay} &= 4.5R_{Dy} + 2.6\times\frac{\sqrt2 F}{2} & R_{Dy} = \frac{\sqrt2 F}{2} - R_{Ay} \ 4.5R_{Ay} &= 4.5\left(\frac{\sqrt2 F}{2} - R_{Ay}\right) + 2.6\times\frac{\sqrt2 F}{2} \ R_{Ay} &= 0.56F = 50.2\text{ kN} \end{align*}

5. Substitute to find R_{Dy}

   \begin{align*} R_{Dy} = \frac{\sqrt2 F}{2} - R_{Ay} = (0.71-0.56)F = 13.3\text{ kN}\ \end{align*}

b. Use the graphical/trigonometric method o check your answer.

Write the reaction at A as a single force with unknown direction:

When three forces act on an object in equilibrium, they must:

1. Make a triangle of forces
2. Go through a single point

So we can figure out the angle of R_{A} by drawing it such that all the lines of action of all forces go through the same point:

\begin{align*} L_{DE} &= L_{BC} = 2.6 \ L_{EG} &= \tan45\times L_{BE} = 4.5 \ L_{DE} &= 2.6+4.5 = 7.1 \ \ \tan\theta &= \frac{L_{DG}}{L_{AD}} = 0.79 \ \theta &= 38.27 \end{align*}

Now draw the force triangle:

Using the sine rule we find out R_A and R_{Dy}, which are 81.1 kN and 13.4 kN, respectively.

Now we can check our answers in part (a) and (b) are the same:

• R_{Dy} = 13.4
• R_{Ax} = 81.1\cos38.27 = 63.6
• R_{Ay} = 81.1\sin.27 = 50.2

The methods agree.

Lecture L2.1

Hooke's Law and Young's Modulus

Hooke's law states that the extension of an object experiencing a force is proportonal to the force.

We can generalize this to be more useful creating:

• Direct stress:

   \sigma = \frac F {A_0} 

• Direct strain:

   \epsilon = \frac {\Delta L}{L_0} 

Using these more generalized variables, Young defined Young's Modulus, E, which is a universal constant of stiffness of a material.

 \sigma = E\epsilon 

Example 1

Calculating Young's Modulus of a Piece of Silicone

\begin{align*} L_0 &= 4.64 \ w_0 &= 0.10 \ t_0 &= 150\times10^{-6} \ F &= 1.40\times9.81 \ L &= 6.33 \ w &= 0.086 \ t &= 125\times10^{-6} \ \ \sigma &= \frac F {A_0} = \frac F {w_0t_0} = \frac{1.4\times9.81}{0.1\times150\times10^{-6}} = 915600 \ \epsilon &= \frac{\Delta L}{L_0} = \frac{6.33 - 4.64}{4.64} = 0.36422...\ E &= \frac \sigma \epsilon = 2513836.686 = 2.5\times10^6 \text{ Pa} \end{align*}

Stress Strain Curves

Poisson's Ratio

For most materials, their cross sectionts change when they are stretched or compressed. This is to keep their volume constant.

 \epsilon_x = \frac {\Delta L}{L_0} 

 \epsilon_y = \frac {\Delta w}{w_0} 

 \epsilon_z = \frac {\Delta t}{t_0} 

Poisson's ratio, \nu (the greek letter nu, not v), is the ratio of lateral strain to axial strain:

 \nu = \frac{\epsilon_y}{\epsilon_x} = \frac{\epsilon_z}{\epsilon_x} 

Example 1

Measuring Poisson's Ratio

\begin{align*} L_0 &= 4.64 \ w_0 &= 0.10 \ t_0 &= 150\times10^{-6} \ \ L &= 6.33 \ w &= 0.086 \ t &= 125\times10^{-6} \ \ \epsilon_x &= \frac {\Delta L}{L_0} = 0.364 \ \epsilon_y &= \frac {\Delta w}{w_0} = -0.14 \ \epsilon_z &= \frac {\Delta t}{t_0} = -0.167 \ \ \nu_y &= \frac{\epsilon_y}{\epsilon_x} = \frac{-0.14}{0.364} = -0.38 \ \nu_z &= \frac{\epsilon_z}{\epsilon_x} = \frac{-0.167}{0.364} = -0.46 \ \end{align*}

It's supposed to be that \nu_y = \nu_z but I guess it's close enough right? lol

Typical Values of Young's Modulus and Poisson's Ratio

Material	Young's Modulus / GPa	Poisson's Ratio
Steel	210	0.29
Aluminum	69	0.34
Concrete	14	0.1
Nylon	3	0.4
Rubber	0.01	0.495

Direct Stresses and Shear Stresses

• A direct stress acts normal to the surface
• A shear stress acts tangential to the surface

Shear stress is defined in the same way as direct stress but given the symbol tau (tau):

 \tau = \frac F A 

Shear strain is defined as the shear angle \gamma:

 \gamma \approx \tan\gamma = {\frac x {L_0}} 

The shear modulus, G, is like Young's Modulus but for shear forces:

 \tau = G\gamma 

Relationship between Young's Modulus and Shear Modulus

 G = \frac E {2(1+\nu)} 

G \approx \frac E 3 is a good approximation in a lot of engineering cases